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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 17-00022 - 1145 S 2nd E - Cell Towerp• �11 ES Tower Engineering Solutions Phone (972) 483-0607, Fax (972) 975-9615 8445 Freeport Parkway, Suite 375, Irving, Texas 75063 Structural Analysis Report Existing 130 ft Self Supporting Tower Customer Name: SBA Communications Corp Customer Site Number: ID10543-A Customer Site Name: Rexburg Carrier Name: T -Mobile Carrier Site Number: SLO1408C Carrier Site Name: N/A Site Location: 1145 S 2nd E Rexburg, Idaho Madison County Latitude: 43.802692 Longitude: -111.772541 a Analysis Result: 4894 Max Structural Usage: 72% [Pass] Max Foundation Usage: 54% [Pass] Report Prepared By : Ram Kodali 1 X2llmI / TES Project Number: 28425 Page 1 December 14, 2016 ail ES Tower Engineering Solutions Phone (972) 483-0607, Fax (972) 975-9615 8445 Freeport Parkway, Suite 375, hying, Texas 75063 Structural Analysis Report Existing 130 ft Self Supporting Tower Customer Name: SBA Communications Corp Customer Site Number: ID10543-A Customer Site Name: Rexburg Carrier Name: T -Mobile Carrier Site Number: SLO1408C Carrier Site Name: N/A Site Location: 1145 S 2nd E Rexburg, Idaho Madison County Latitude: 43.802692 Longitude: -111.772541 Analysis Result: Max Structural Usage: 72% [Pass] Max Foundation Usage: 54% [Pass] Report Prepared By : Ram Kodali TES Project Number: 28425 Page 1 December 14, 2016 Introduction The purpose of this report is to summarize the analysis results on the 130 ft Self Supporting Tower to support the proposed antennas and transmission lines in addition to those currently installed. Any modification listed under Sources of Information was assumed completed and was included in this analysis. Sources of Information Tower Data from Previous SA FDH, Analysis Report # 1305234400, dated 5/23/13 Foundation Drawing CSL, Job # 2002.1-26-16, dated 5/4/02 Geotechnical Report I FDH, Project # 08-02180E G1, dated 12/30/08 Analysis Criteria The rigorous analysis was performed in accordance with the requirements and stipulations of the ANSI/TIA/EIA 222-G. In accordance with this standard, the structure was analyzed using TESTowers, a proprietary analysis software. The program considers the structure as an elastic 3-D model with second - order effects and temperature effects incorporated in the analysis. The analysis was performed using multiple wind directions. Wind Speed Used in the Analysis: (based on IBC 2012) Wind Speed with Ice: Operational Wind Speed: Standard/Codes: Exposure Category: Structure Class: Topographic Category: Crest Height: Ultimate Design Wind Speed V„ it = 115 mph (3 -Sec. Gust)/ Nominal Design Wind Speed Vald = 89 mph (3 -Sec. Gust) 50 mph (3 -Sec. Gust) with 1/4" radial ice concurrent 60 mph +0" Radial ice ANSI/TIA/EIA 222-G / 2012 IBC C 2 50 ft TES Project Number: 28425 Page 2 December 14, 2016 Existing; Antennas, Mounts and Transmission Lines The table below summarizes the antennas, mounts and transmission lines that were considered in the analysis as existing on the tower. Items Elevation (ft) Qry. Antenna Descriptions Mount Type &Qty. Transmission Lines Owner - 136.0 3 Ericsson AIR 2162A/64P - Panel Platform w/ Hand Rails* (12)15/8" (1)15/8" Hybrid (1)1/2" T -Mobile - 3 Ericsson AIR 21 B4A/B2P - Panel - 3 Cellmax CMA-B/6521/EO-6 - Panel - 3 Andrew ETW200VS12UB-TMA - 1 Commscope VHLP800-11-2 - Dish 6 U 124.0 1 12" x 12" Square Panel (3) Sector Frames (6) 5/16" Keyon 110.0 - - Empty (3) Sector Frames - - 1 Commscope VHLP800-11-2 - Dish Pipe (1)1/2" T -Mobile Proposed Carrier's Final Configuration of Antennas, Mounts and Transmission Lines Information pertaining to the proposed carrier's final configuration of antennas and transmission lines was provided by SBA Communications Corp. The proposed antennas and lines are listed below. Items Elevation (ft) Qty- Antenna Descriptions Mount Type &Qty. Transmission Lines Owner 1 136.0 3 Ericsson AIR 21 B2A/B4P - Panel Platform w/ Hand Rails* (12)15/8" (1)15/8" Hybrid (1)1/2" (1)6x126AWG Hybrid T -Mobile 2 3 Ericsson AIR 32 - Panel 3 3 Cellmax CMA-B/6521/EO-6- Panel 4 3 Andrew ETW200VS12UB-TMA 5 1 Commscope VHLP800-11-2 - Dish 7 50.0 1 Commscope VHLP800-11-2 - Dish Pipe (1)1/2" *Platform is at 130'. The proposed transmission lines may be placed anywhere on the tower. TES Project Number: 28425 Page 3 December 14, 2016 Analysis Results The results of the structural analysis, performed for the wind and ice loading and antenna equipment as defined above, are summarized as the following: Tower Component Legs Diagonals Horizontals Max. Usage: 72.0% 47.0% 23.0% Pass/Fail Pass Pass Pass Foundations The foundation has been investigated using the supplied documents and soils report and was found to be adequate. Therefore, no modification to the foundation will be required. TES Project Number: 28425 Page 4 December 14, 2016 Compression (Kips) Uplift (Kips) Shear (Kips) Analysis Reactions 145.5 122.2 15.2 The foundation has been investigated using the supplied documents and soils report and was found to be adequate. Therefore, no modification to the foundation will be required. TES Project Number: 28425 Page 4 December 14, 2016 Operational Condition (Rigidity) Operational characteristics of the tower are found to be within the limits prescribed by ANSI/TIA/EIA 222-G for the installed antennas. Maximum twist/sway at the elevation of the proposed equipment is 0.7129 degrees under the operational wind speed as specified in the Analysis Criteria. Conclusions Based on the analysis results, the existing structure and its foundation were found to be adequate to safely support the existing and proposed equipment and meet the minimum requirements per the ANSI/TIA/EIA 222-G Standard under the design basic wind speed as specified in the Analysis Criteria. TES Project Number: 28425 Page 5 December 14, 2016 andard Conditions 1. This analysis was performed based on the information supplied to (TES) Tower Engineering Solutions, I.I.C. Verification of the information provided was not included in the Scope of Work for TES. The accuracy of the analysis is dependent on the accuracy of the information provided. 2. The analysis is based on the presumption that the tower members and components along with any existing reinforcement items have been correctly and properly designed, manufactured, installed and maintained. 3. All the existing structural members were assumed to be in good condition with no physical damage or deterioration associated with corrosion. 4. An initial tension of 10% of the break strength on all the existing guy wires was assumed in all the structural analyses of guyed towers unless different values were provided by the client. TES cannot take responsibility for the deviations in the analysis results because of differences in the initial tension forces of the existing guy wires. 5. Secondary component or connection secondary components, welds and bolts are assumed to be able to carry their intended original design loads. TES cannot take responsibility for verification of the adequacy on the connections, bolts and welds present in the structure. 6. The analyses will be performed based on the codes as specified by the client or based on the best knowledge of the engineering staff of TES. In the absence of information to the contrary, all work will be performed in accordance with the latest relevant revision of ANSI/TIA-222. If wind speed and/or ice loads are different from the minimum values recommended by the EIA/TIA-222 standard or other codes, TES should be notified in writing and the applicable minimum values provided by the client. 7. The configuration of the existing mounts, antennas, coax and other appurtenances were supplied by the customer for the current structural analysis. TES has not visited the tower site to verify the adequacy of the information provided. If there is any discrepancy found in the report regarding the existing conditions, TES should be notified immediately to evaluate the effect of the discrepancy on the analysis results. 8. The client will assume responsibility for rework associated with the differences in initially provided information, including tower and foundation information, existing and/or proposed equipment and transmission lines. 9. If a feasibility analysis was performed, final acceptance of changed conditions shall be based upon a rigorous structural analysis. TES Project Number: 28425 Page 6 December 14, 2016 Site Name: Rexburg Code: EIA/TIA-222-G 12/14/2016 pt Type: Self Support Base Shape: Triangle Basic WS: 89.00 Qty Height: 130.00 (ft) Base Width: 16.00 Basic Ice WS: 50.00 IES Base Elev: 0.00 (ft) Top Width: 4.00 Operational WS: 60.00 Page: 1 Tower Engineering Solution: Section Properties (j Y Sect Leg Members Diagonal Members Horizontal Members 1-2 SOL 3" SOLID DAE 2X2X0.1875 3-4 SOL 3" SOLID SAE 2.5X2.5XO.1875 5 SOL 2 3/4" SOLID SAE 2X2XO.1875 6 SOL 21/4"SOLID SAU 2X1.5X0.1875 7 SOL 2" SOLID SAU 2X1.5X0.1875 SAE 2X2X0.1875 120.80 Discrete Appurtenances Attach Force Elev (ft) Elev (ft) Qty Description se 130.00 136.00 3 AIR 21 B2A/B4P 130.00 136.00 3 ETW20OVS12UB 130.00 136.00 3 AIR 32 10000 130.00 136.00 3 CMA-B/6521/EO-6 130.00 136.00 1 VHLP800-11-2 130.00 130.00 1 Beacon 130.00 130.00 1 Platform w/ Hand Rails S5 124.00 124.00 1 12" x 12" Square Panel 124.00 124.00 3 Sector Frame 110.00 110.00 3 Empty Sector Frame 50.00 50.00 1 VHLP800-11-2 80.00 50.00 50.00 1 Pipe Mount Linear Appurtenances se Elev Elev From (fl) To (ft) Qty Description 0.00 130.00 4 1 5/8" Coax 0.00 130.00 8 1 5/8" Coax 80.00 0.00 130.00 1 15/8" Hybrid 0.00 130.00 1 1/2" Coax 0.00 130.00 1 6x12 6AWG 53 0.00 130.00 1 Climbing Ladder 0.00 130.00 1 Safety Cable 0.00 130.00 1 W/G Ladder 0.00 124.00 6 5/16" Coax 40.00 0.00 50.00 1 1/2" Coax 82 Base Reactions Leg Overturning Max Uplift: -122.24 (kips Moment: 1892.84 (ft -kips) Max Down: 145.53 (kips Total Down: 26.79 (kips) 70.00 Max Shear: 15.18 (kips Total Shear: 25.47 (kips) 51 Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. Site Name: Rexburg Code: EIA/TIA-222-G 12/14/2016 Type: Self Support Base Shape: Triangle Basic WS: 89.00 Height: 130.00 (ft) Base Width: 16.00 Basic Ice WS: 50.00 C �j Base Elev: 0.00 (ft) Top Width: 4.00 Operational WS: 60.00 Page: 2 �� Y Z .. Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. Type: Self Support 12/14/2016 Site Name: Rexburg Height: 130.00 (ft) Page:3 0 M M O F C c] t- m 0 =a°Zz o$ Z. 'a a oop ie uH `n .- L 0 02 0 00000000 Face i r ah Q6 o (1) Safety Cable 0 To 130 V' ti (6) 5116" 0 To 124 Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: ID10543-A-SBA Code: EIA/TIA-222-G 12/14/2016 Site Name: Rexburg Exposure: C Height: 130.00 (ft) Crest Height: 50.00 IES Base Elev: 0.000 (ft) Site Class: D - Stiff Soil Gh: 0.85 Topography: 2 Struct Class: II Page: 4 Tower Engineering Solmions Discrete Appurtenances Properties No Ice Ice Attach Vert Elev Weight CaAa Weight CaAa Len Width Depth Orientation Ecc (ft) Description Qty (lb) (sf) (lb) (sf) (in) (in) (in) Ka Factor (ft) 130.00 AIR 21 B2A/B4P 3 91.50 6.090 140.45 6.438 56.000 12.100 7.900 1.00 0.86 6.000 130.00 ETW20OVS12UB 3 11.00 0.400 15.07 0.543 7.700 6.300 3.000 1.00 0.75 6.000 130.00 AIR 32 3 132.20 6.510 186.06 6.920 57.000 12.900 8.700 1.00 0.87 6.000 130.00 CMA-B/6521/EO-6 3 31.00 6.580 73.91 7.467 81.000 7.700 4.800 1.00 0.81 6.000 130.00 VHLP800-11-2 1 48.00 8.430 105.27 8.996 35.000 35.000 19.100 1.00 1.00 6.000 130.00 Beacon 1 36.00 2.720 80.17 3.035 28.000 17.500 17.500 1.00 1.00 0.000 130.00 Platform w/ Hand Rails 1 2000.0 40.000 2694.52 46.945 0.000 0.000 0.000 1.00 1.00 0.000 124.00 12" x 12" Square Panel 1 10.00 1.400 24.04 1.342 12.000 12.000 8.000 1.00 1.00 0.000 124.00 Sector Frame 3 500.00 17.500 731.51 22.119 0.000 0.000 0.000 0.75 0.75 0.000 110.00 Empty Sector Frame 3 500.00 17.500 729.91 22.087 0.000 0.000 0.000 0.75 0.75 0.000 50.00 VHLP800-11-2 1 48.00 8.430 103.95 8.983 35.000 35.000 19.100 1.00 1.00 0.000 50.00 Pipe Mount 1 75.00 2.000 95.35 2.452 0.000 0.000 0.000 1.00 1.00 0.000 Totals: 24 6,014.10 8,734.02 Number of Appurtenances : 12 Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: ID10543-A-SBA Site Name: Rexburg Height: 130.00 (ft) Base Elev: 0.000 (ft) Gh: 0.85 Code: EIA/TIA-222-G 12/14/2016 Exposure: C Crest Height: 50.00 IES Site Class: D - Stiff Soil Topography: 2 Struct Class: II Page:5 Tower Engineering Solutions Linear Appurtenances Properties Elev. Elev. Pct Spread Cluster Out From To Width Weight In On Bundling Dia of Spacing Orientation Ka (ft) (ft) Description City (in) (Ib/ft) Block Faces Arrangement (in) Zone (in) Factor Override 0.00 130.00 1 5/8" Coax 4 1.98 1.04 50.00 1 Block N 0.50 1.00 0.00 130.00 1 5/8" Coax 8 1.98 1.04 100.00 1 Individual IR N 1.00 1.00 0.00 130.00 1 5/8" Hybrid 1 2.00 1.10 100.00 1 Individual NR N 1.00 1.00 0.00 130.00 1/2" Coax 1 0.65 0.16 100.00 1 Individual NR N 1.00 1.00 0.00 130.00 6x126AWG 1 0.50 0.16 100.00 1 Individual NR N 1.00 1.00 0.00 130.00 Climbing Ladder 1 2.00 6.90 100.00 3 Individual NR N 1.00 1.00 0.00 130.00 Safety Cable 1 0.38 0.27 100.00 3 Individual NR N 1.00 1.00 0.00 130.00 WIG Ladder 1 2.00 6.00 100.00 1 Individual NR N 1.00 1.00 0.00 124.00 5/16' Coax 6 0.44 0.08 50.00 2 Block N 1.00 1.00 0.00 50.00 1/2" Coax 1 0.65 0.16 100.00 1 Individual NR N 1.00 1.00 Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: ID10543-A-SBA Code: EIAITIA-222-G 12/14/2016 Site Name: Rexburg Exposure: C Height: 130.00 (ft) Crest Height: 50.00 x Base Elev: 0.000 (ft) Site Class: D - Stiff Soil IES� Gh: 0.85 Topography: 2 Struct Class: II Page: 6 Traver Engineering Solutions Load Case: 1.2D + 1.6W Normal Wind 1.2D + 1.6W 89 mph Wind at Normal ToFace Wind Load Factor: 1.60 Wind Importance Factor: 1.00 Dead Load Factor: 1.20 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Load Case: 1.2D + 1.6W 60° Wind 1.2D + 1.6W 89 mph Wind at 60° From Face Wind Load Factor: 1.60 Wind Importance Factor: 1.00 Dead Load Factor: 1.20 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ire Wind Sect Height Seq (ft) Flat qz Area (psf) (sgft) Total Total Ice Df Dr Ice Thick (in) Eff Area (sgft) Linear Linear Area Area (sqft) (sqft) Total Weight (lb) Ice Total Force (lb) 1 10.0 26.1118.098 Wind Flat Round Round 1.00 0.00 20.13 Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol 0.00 18.60 Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df or (in) (sqft) (sgft) (sgft) (lb) Ice (lb) (lb) (lb) (lb) 1 10.0 26.1118.098 10.02 0.00 0.09 3.00 1.00 1.00 0.00 23.75 51.86 0.00 3,952.3 0.0 2526.00 1486.81 4,012.81 2 30.0 24.51 16.180 10.02 0.00 0.10 2.97 1.00 1.00 0.00 21.83 51.86 0.00 3,793.8 0.0 2160.15 1395.71 3,555.85 3 50.0 23.78 15.771 10.02 0.00 0.11 2.91 1.00 1.00 0.00 21.43 51.32 0.00 3,205.3 0.0 2014.36 1341.94 3,356.30 4 70.0 23.3713.696 10.02 0.00 0.13 2.85 1.00 1.00 0.00 19.36 50.78 0.00 3,093.3 0.0 1756.26 1306.39 3,062.65 5 90.0 23.31 9.443 9.18 0.00 0.13 2.85 1.00 1.00 0.00 14.64 50.78 0.00 2,583.2 0.0 1323.19 1303.03 2,626.22 6 110.0 23.50 6.891 7.51 0.00 0.14 2.81 1.00 1.00 0.00 11.15 50.78 0.00 2,024.0 0.0 1002.03 1313.27 2,315.30 7 125.0 23.74 3.755 3.33 0.00 0.17 2.70 1.00 1.00 0.00 5.65 24.07 0.00 919.8 0.0 492.60 632.63 1,125.23 19,571.8 0.0 20,054.36 Load Case: 1.2D + 1.6W 60° Wind 1.2D + 1.6W 89 mph Wind at 60° From Face Wind Load Factor: 1.60 Wind Importance Factor: 1.00 Dead Load Factor: 1.20 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ire Wind Sect Height Seq (ft) Flat qz Area (psf) (sgft) Round Area (sqft) Round Area (sgft) Sol Ratio Cf Df Dr Ice Thick (in) Eff Area (sgft) Linear Linear Area Area (sqft) (sqft) Total Weight (lb) Struct Linear Weight Force Force Ice (lb) (lb) (lb) Total Force (lb) 1 10.0 26.1118.098 10.02 0.00 0.09 3.00 0.80 1.00 0.00 20.13 51.86 0.00 3,952.3 0.0 2141.02 1486.81 3,627.83 2 30.0 24.51 16.180 10.02 0.00 0.10 2.97 0.80 1.00 0.00 18.60 51.86 0.00 3,793.8 0.0 1839.98 1395.71 3,235.68 3 50.0 23.78 15.771 10.02 0.00 0.11 2.91 0.80 1.00 0.00 18.28 51.32 0.00 3,205.3 0.0 1717.87 1341.94 3,059.80 4 70.0 23.37 13.696 10.02 0.00 0.13 2.85 0.80 1.00 0.00 16.62 50.78 0.00 3,093.3 0.0 1507.80 1306.39 2,814.20 5 90.0 23.31 9.443 9.18 0.00 0.13 2.85 0.80 1.00 .0.00 12.75 50.78 0.00 2,583.2 0.0 1162.46 1303.03 2,455.49 6 110.0 23.50 6.891 7.51 0.00 0.14 2.81 0.80 1.00 0.00 9.77 50.78 0.00 2,024.0 0.0 878.13 1313.27 2,191.41 7 125.0 23.74 3.755 3.33 0.00 0.17 2.70 0.80 1.00 0.00 4.90 24.07 0.00 919.8 0.0 427.18 632.63 1,059.81 19,671.8 0.0 18,444.22 Copyright © 2016 by Tower Engineering Solutions, LLC. 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Structure: ID10543-A-SBA Code: EIA/TIA-222-G 12/14/2016 Site Name: Rexburg Exposure: C .1 jp41 Height: 130.00 (ft) Crest Height: 50.00 < Base Elev: 0.000 (ft) Site Class: D - Stiff Soil Gh: 0.85 Topography: 2 Struct Class: II Page: 7 Tower Engineering Solutions Load Case: 1.2D + 1.6W 900 Wind 1.2D + 1.6W 89 mph Wind at 90° From Face Wind Load Factor: 1.60 Wind Importance Factor: 1.00 Dead Load Factor: 1.20 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 10.0 26.11 '18.098 10.02 0.00 0.09 3.00 0.85 1.00 0.00 21.03 2 30.0 24.5116.180 10.02 0.00 0.10 2.97 0.85 1.00 0.00 19.41 3 50.0 23.7815.771 10.02 0.00 0.11 2.91 0.85 1.00 0.00 19.06 4 70.0 23.37 13.696 10.02 0.00 0.13 2.85 0.85 1.00 0.00 17.31 5 90.0 23.31 9.443 9.18 0.00 0.13 2.85 0.85 1.00 0.00 13.22 6 110.0 23.50 6.891 7.51 0.00 0.14 2.81 0.85 1.00 0.00 10.11 7 125.0 23.74 3.755 3.33 0.00 0.17 2.70 0.85 1.00 0.00 5.09 51.86 0.00 3,952.3 0.0 2237.26 1486.81 3,724.07 51.86 0.00 3,793.8 0.0 1920.02 1395.71 3,315.73 51.32 Round 0.00 3,205.3 0.0 1791.99 1341.94 3,133.93 50.78 Total 0.00 3,093.3 0.0 1569.92 1306.39 2,876.31 50.78 Sol 0.00 2,583.2 0.0 1195.14 1303.03 2,498.18 50.78 Force 0.00 2,024.0 0.0 909.11 1313.27 2,222.38 24.07 (in) 0.00 919.8 0.0 443.54 632.63 1,076.16 1 10.0 26.11 18.098 19,571.8 0.0 0.09 3.00 1.00 1.00 18,846.75 Load Case: 0.9D + 1.6W Normal Wind 0.9D + 1.6W 89 mph Wind at Normal To Face Wind Load Factor: 1.60 Wind Importance Factor: 1.00 Dead Load Factor: 0.90 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Copyright © 2016 by Tower Engineering Solutions, LLC. 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Total [otal ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psF) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (Ib) Ice (lb) (lb) (lb) (lb) 1 10.0 26.11 18.098 10.02 0.00 0.09 3.00 1.00 1.00 0.00 23.75. 51.86 0.00 2,964.3 0.0 2526.00 1486.81 4,012.81 2 30.0 24.51 16.180 10.02 0.00 0.10 2.97 1.00 1.00 0.00 21.83 51.86 0.00 2,845.4 0.0 2160.15 1395.71 3,555.85 3 50.0 23.78 15.771 10.02 0.00 0.11 2.91 1.00 1.00 0.00 21.43 51.32 0.00 2,404.0 0.0 2014.36 1341.94 3,356.30 4 70.0 23.37 13.696 10.02 0.00 0.13 2.85 1.00 1.00 0.00 19.36 50.78 0.00 2,320.0 0.0 1756.26 1306.39 3,062.65 5 90.0 23.31 9.443 9.18 0.00 0.13 2.85 1.00 1.00 0.00 14.64 50.78 0.00 1,937.4 0.0 1323.19 1303.03 2,626.22 6 110.0 23.50 6.891 7.51 0.00 0.14 2.81 1.00 1.00 0.00 11.15 50.78 0.00 1,518.0 0.0 1002.03 1313.27 2,315.30 7 125.0 23.74 3.755 3.33 0.00 0.17 2.70 1.00 1.00 0.00 5.65 24.07 0.00 689.9 0.0 492.60 632.63 1,125.23 14,678.9 0.0 20,064.36 Copyright © 2016 by Tower Engineering Solutions, LLC. 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Structure: ID10543-A-SBA Code: EIA/TIA-222-G 12/14/2016 (I ' Site Name: Rexburg Exposure: C II Height: 130.00 (ft) Crest Height: 50.00 x Base Elev: 0.000 (ft) Site Class: D - Stiff Soil IES� Gh: 0.85 Topography: 2 Struct Class: II Page: 8 Tower Engineering Solutions Load Case: 0.901 + 1.6W 600 Wind Load Factor: Dead Load Factor: Ice Dead Load Factor: Wind 1.60 0.90 0.00 Flat Round Round 0.9D + 1.6W 89 mph Wind at 60° From Face Wind Importance Factor: 1.00 Ice Importance Factor: 1.00 Ice Eff Total Total Ice Total Sect Height qz Area Area Ice Sol Thick Wind Flat Round Round Weight Force Force Force Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Ice (lb) (lb) (lb) Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf of or (in) (sqft) (sqft) (sqft) (lb) _Ice (lb) (lb) (lb) (lb) 1 10.0 26.1118.098 10.02 0.00 0.09 3.00 0.80 1.00 0.00 20.13 51.86 0.00 2,964.3 0.0 2141.02 1486.81 3,627.83 2 30.0 24.51 16.180 10.02 0.00 0.10 2.97 0.80 1.00 0.00 18.60 51.86 0.00 2,845.4 0.0 1839.98 1395.71 3,235.68 3 50.0 23.78 15.771 10.02 0.00 0.11 2.91 0.80 1.00 0.00 18.28 51.32 0.00 2,404.0 0.0 1717.87 1341.94 3,059.80 4 70.0 23.37 13.696 10.02 0.00 0.13 2.85 0.80 1.00 0.00 16.62 50.78 0.00 2,320.0 0.0 1507.80 1306.39 2,814.20 5 90.0 23.31 9.443 9.18 0.00 0.13 2.85 0.80 1.00 0.00 12.75 50.78 0.00 1,937.4 0.0 1162.46 1303.03 2,455.49 6 110.0 23.50 6.891 7.51 0.00 0.14 2.81 0.80 1.00 0.00 9.77 50.78 0.00 1,518.0 0.0 878.13 1313.27 2,191.41 7 125.0 23.74 3.755 3.33 0.00 0.17 2.70 0.80 1.00 0.00 4.90 24.07 0.00 689.9 0.0 427.18 632.63 1,059.81 0.0 18,846.75 14,678.9 0.0 18,444.22 Load Case: 0.9D + 1.6W 900 Wind 0.91D + 1.6W 89 mph Wind at 90° From Face Wind Load Factor: 1.60 Wind Importance Factor: 1.00 Dead Load Factor: 0.90 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ire Ire Copynght © 2016 by Tower Engineering Solutions, LLC. 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Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 10.0 26.1118.098 10.02 0.00 0.09 3.00 0.85. 1.00 0.00 21.03 51.86 0.00 2,964.3 0.0 2237.26 1486.81 3,724.07 2 30.0 24.5116.180 10.02 0.00 0.10 2.97 0.85 1.00 0.00 19.41 51.86 0.00 2,845.4 0.0 1920.02 1395.71 3,315.73 3 50.0 23.7815.771 10.02 0.00 0.11 2,91 0.85 1.00 0.00 19.06 51.32 0.00 2,404.0 0.0 1791.99 1341.94 3,133.93 4 70.0 23.37 13.696 10.02 0.00 0.13 2.85 0.85 1.00 0.00 17.31 50.78 0.00 2,320.0 0.0 1569.92 1306.39 2,876.31 5 90.0 23.31 9.443 9.18 0.00 0.13 2.85 0.85 1.00 0.00 13.22 50.78 0.00 1,937.4 0.0 1195.14 1303.03 2,498.18 6 110.0 23.50 6.891 7.51 0.00 0.14 2.81 0.85 1.00 0.00 10.11 50.78 0.00 1,518.0 0.0 909.11 1313.27 2,222.38 7 125.0 23.74 3.755 3.33 0.00 0.17 2.70 0.85 1.00 0.00 5.09 24.07 0.00 689.9 0.0 443.54 632.63 1,076.16 14,678.9 0.0 18,846.75 Copynght © 2016 by Tower Engineering Solutions, LLC. 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Structure: ID10543-A-SBA Code: EIA/TIA-222-G 12/14/2016 Site Name: Rexburg Exposure: C Y t Height: 130.00Crest Height: 50.00 Base Elev: 0.000 (ft)) Site Class: D -Stiff Soil Gh: 0.85 Topography: 2 Struct Class: II Page: 9 Tower Enginecting Solutions Load Case: 1.2D + 1.ODi + 1.OWi Normal Wind Wind Load Factor: 1.00 Dead Load Factor: 1.20 Ice Dead Load Factor: 1.00 1.2D + 1.ODi + 1.OWi 50 mph Wind at Normal From Face Wind Importance Factor: 1.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sgft) (sgft) (sgft) Ratio Cf Df Dr (in) (sgft) (sqft) (sgft) (lb) Ice (lb) (lb) (Ib) (Ib) 1 10.0 8.2418.098 20.17 10.16 0.12 2.87 -1.00 1.00 0.54 29.50 73.71 9.05 5,672.2 1719.8 592.37 560.16 1,152.54 2 30.0 7.7316.180 19.95 9.93 0.14 2.83 1.00 1.00 0.56 27.47 74.05 9.40 5,488.8 1695.0 510.47 529.13 1,039.60 3 50.0 7.5115.771 21.07 11.05 0.16 2.73 1.00 1.00 0.57 27.76 73.54 8.48 4,655.8 1450.5 482.89 500.99 983.87 4 70.0 7.3813.696 20.16 10.14 0.18 2.66 1.00 1.00 0.57 25.21 73.02 7.56 4,465.8 1372.6 420.60 481.39 901.99 5 90.0 7.36 9.443 18.51 9.32 0.19 2.63 1.00 1.00 0.57 20.05 73.08 7.60 3,807.5 1224.3 329.37 479.79 809.16 6 110.0 7.42 6.891 16.78 9.27 0.22 2.52 1.00 1.00 0.57 16.61 73.15 7.66 3,189.9 1166.0 263.59 481.03 744.61 7 125.0 7.49 3.755 8.12 4.79 0.28 2.35 1.00 1.00 0.58 8.57 34.37 3.86 1,491.8 572.0 128.43 227.67 356.10 28,771.9 9200.1 5,987.87 Load Case: 1.2D + 1.ODi + 1.OWi 600 Wind 1.2D + 1.ODi + 1.OWi 50 mph Wind at 60° From Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.20 Ice Dead Load Factor: 1.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sgft) (sgft) (sgft) Ratio Cf Df Dr (in) (sgft) (sgft) (sgft) (lb) Ice (lb) (lb) (lb) (lb) 1 10.0 8.24 18.096 20.17 10.16 0.12 2.87 0.80 1.00 0.54 25.89 73.71 9.05 5,672.2 1719.8 519.70 560.16 1,079.87 2 30.0 7.7316.180 19.95 9.93 0.14 2.83 0.80 1.00 0.56 24.24 74.05 9.40 5,488.8 1695.0 450.35 529.13 979.47 3 50.0 7.5115.771 21.07 11.05 0.16 2.73 0.80 1.00 0.57 24.60 73.54 8.48 4,655.8 1450.5 428.01 500.99 929.00 4 70.0 7.3813.696 20.16 10.14 0.18 2.66 0.80 1.00 0.57 22.47 73.02 7.56 4,465.8 1372.6 374.90 481.39 856.30 5 90.0 7.36 9.443 18.51 9.32 0.19 2.63 0.80 1.00 0.57 18.16 73.08 7.60 3,807.5 1224.3 298.34 479.79 778.13 6 110.0 7.42 6.891 16.78 9.27 0.22 2.52 0.80 1.00 0.57 15.23 73.15 7.66 3,189.9 1166.0 241.71 481.03 722.74 7 125.0 7.49 3.755 8.12 4.79 0.28 2.35 0.80 1.00 0.58 7.81 34.37 3.86 1,491.8 572.0 117.17 227.67 344.84 28,771.9 9200.1 6,690.34 Copyright © 2016 by Tower Engineering Solutions, LLC. 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Structure: ID10543-A-SBA Code: EIA/TIA-222-G 12/14/2016 Site Name: Rexburg Exposure: C r I�( Height: 130.00 (ft) Crest Height: 50.00 x Base Elev: 0.000 (ft) Site Class: D - Stiff Soil Gh: 0.85 Topography: 2 Struct Class: II Page: 10 Tower Engineering So -on Load Case: 1.2D + 1.ODi + 1.OW i 900 Wind 1.2D + 1.ODi + 1.OWi 50 mph Wind at 90° From Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.20 Ice Dead Load Factor: 1.00 Ice Importance Factor: 1.00 Load Case: 1.OD + 1.OW Normal Wind 1.OD + 1.OW 60 mph Wind at Normal To Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.00 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ice Ice Wind Wind Flat Round Round Ice Eff Ice Eff Linear Linear Total Linear Struct Linear Total Sect Height qz Area Area Area Sol Area Area Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sgft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 10.0 8.24 18.098 20.17 10.16 0.12 2.87 0.85 1.00 0.54 26.79 73.71 9.05 5,672.2 1719.8 537.87 560.16 1,098.03 2 30.0 7.7316.180 19.95 9.93 0.14 2.83 0.85 1.00 0.56 25.05 74.05 9.40 5,488.8 1695.0 465.38 529.13 994.50 3 50.0 7.5115.771 21.07 11.05 0.16 2.73 0.85 1.00 0.57 25.39 73.54 8.48 4,655.8 1450.5 441.73 500.99 942.72 4 70.0 7.3813.696 20.16 10.14 0.18 2.66 0.85 1.00 0.57 23.16 73.02 7.56 4,465.8 1372.6 386.33 481.39 867.72 5 90.0 7.36 9.443. 18.51 9.32 0.19 2.63 0.85 1.00 0.57 18.63 73.08 7.60 3,807.5 1224.3 306.10 479.79 765.89 6 110.0 7.42 6.891 16.78 9.27 0.22 2.52 0.85 1.00 0.57 15.57 73.15 7.66 3,189.9 1166.0 247.18 481.03 728.21 7 125.0 7.49 3.755 8.12 4.79 0.28 2.35 0.85 1.00 0.58 8.00 34.37 3.86 1,491.8 572.0 119.99 227.67 347.65 16,309.8 0.0 5,696.54 28,771.9 9200.1 5,764.72 Load Case: 1.OD + 1.OW Normal Wind 1.OD + 1.OW 60 mph Wind at Normal To Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.00 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. total Midi Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sgft) (sgft) Ratio Cf Df Dr (in) (sqft) (sgft) (sgft) (lb) Ice (lb) (lb) (lb) (lb) 1 10.0 11.8718.098 10.02 0.00 0.09 3.00 1.00 1.00 0.00 23.75 51.86 0.00 3,293.6. 0.0 717.52 422.34 1,139.86 2 30.0 11.1416.180 10.02 0.00 0.10 2.97 1.00 1.00 0.00 21.83 51.86 0.00 3,161.5 0.0 613.60 396.46 1,010.06 3 50.0 10.8115.771 10.02 0.00 0.11 2.91 1.00 1.00 0.00 21.43 51.32 0.00 2,671.1 0.0 572.19 381.18 953.37 4 70.0 10.62 13.696 10.02 0.00 0.13 2.85 1.00 1.00 0.00 19.36 50.78 0.00 2,577.7 0.0 498.88 371.09 869.96 5 90.0 10.60 9.443 9.18 0.00 0.13 2.85 1.00 1.00 0.00 14.64 50.78 0.00 2,152.7 0.0 375.86 .370.13 745.99 6 110.0 10.68 6.891 7.51 0.00 0.14 2.81 1.00 1.00 0.00 11.15 50.78 0.00 1,686.6 0.0 284.63 373.04 657.67 7 125.0 10.79 3.755 3.33 0.00 0.17 2.70 1.00 1.00 0.00 5.65 24.07 0.00 766.5 0.0 139.93 179.70 319.63 16,309.8 0.0 5,696.54 Copyright © 2016 by Tower Engineering Solutions, LLC. 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Structure: ID10543-A-SBA Code: EIA/TIA-222-G 12/14/2016 Site Name: Rexburg Exposure: C Height: 130.00 (ft) Crest Height: 50.00 x Base Elev: 0.000 (ft) Site Class: D - Stiff Soil Gh: 0.85 Topography: 2 Struct Class: II Page:11 T.,«la,rm,•,mgSmw, Load Case: 1.OD + 1.OW 600 Wind Round Area (sqft) Round Area (sqft) Sol Ratio Cf of Dr Ice Thick (in) 1.OD + 1.OW 60 mph Wind at 60° From Face Linear Linear Area Area (sqft) (sgft) Total Weight Weight (lb) Ice (lb) Wind Load Factor: 1.00 Total Force (lb) 1 10.0 11.8718.098 10.02 0.00 0.09 3.00 .0.85 1.00 Wind Importance Factor: 1.00 51.86 0.00 Dead Load Factor: 1.00 635.51 422.34 1,057.84 2 30.0 11.1416.180 10.02 0.00 0.10 2.97 0.85 1.00 0.00 Ice Dead Load Factor: 0.00 3,161.5 0.0 545.39 396.46 941.85 3 50.0 10.8115.771 Ice Importance Factor: 1.00 0.11 2.91 0.85 Total Total Ice 51.32 0.00 2,671.1 0.0 509.02 381.18 Ice 4 70.0 10.62 13.696 10.02 0.00 Wind Flat Round Round 17.31 50.78 0.00 Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol 13.22 50.78 Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df or (in) (sqft) (sqft) (sgft) (Ib) Ice (lb) (lb) (lb) (lb) 1 10.0 11.8718.098 10.02 0.00 0.09 3.00 0.80 1.00 0.00 20.13 51.86 0.00 3,293.6 0.0 608.17 422.34 1,030.50 2 30.0 11.1416.180 10.02 0.00 0.10 2.97 0.80 1.00 0.00 18.60 51.86 0.00 3,161.5 0.0 522.65 396.46 919.11 3 50.0 10.8115.771 10.02 0.00 0.11 2.91 0.80 1.00 0.00 18.28 51.32 0.00 2,671.1 0.0 487.97 381.18 869.15 4 70.0 10.62 13.696 10.02 0.00 0.13 2.85 0.80 1.00 0.00 16.62 50.78 0.00 2,577.7 0.0 428.30 371.09 799.39 5 90.0 10.60 9.443 9.18 0.00 0.13 2.85 0.80 1.00 0.00 12.75 50.78 0.00 2,152.7 0.0 327.36 370.13 697.50 6 110.0 10.68 6.891 7.51 0.00 0.14 2.81 0.80 1.00 0.00 9.77 50.78 0.00 1,686.6 0.0 249.44 373.04 622.48 7 125.0 10.79 3.755 3.33 0.00 0.17 2.70 0.80 1.00 0.00 4.90 24.07 0.00 766.5 0.0 121.34 179.70 301.04 16,309.8 0.0 5,239.17 Load Case: 1.OD + 1.OW 900 Wind 1.OD + 1.OW 60 mph Wind at 90° From Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.00 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 TMA Tnfal Ire ICP. Wind Sect Height Seq (ft) Flat qz Area (psf) (sqft) Round Area (sqft) Round Area (sqft) Sol Ratio Cf of Dr Ice Thick (in) Eff Area (sqft) Linear Linear Area Area (sqft) (sgft) Total Weight Weight (lb) Ice (lb) Struct Force (lb) Linear Force (lb) Total Force (lb) 1 10.0 11.8718.098 10.02 0.00 0.09 3.00 .0.85 1.00 0.00 21.03 51.86 0.00 3,293.6 0.0 635.51 422.34 1,057.84 2 30.0 11.1416.180 10.02 0.00 0.10 2.97 0.85 1.00 0.00 19.41 51.86 0.00 3,161.5 0.0 545.39 396.46 941.85 3 50.0 10.8115.771 10.02 0.00 0.11 2.91 0.85 1.00 0.00 19.06 51.32 0.00 2,671.1 0.0 509.02 381.18 890.21 4 70.0 10.62 13.696 10.02 0.00 0.13 2.85 0.85 1.00 0.00 17.31 50.78 0.00 2,577.7 0.0 445.94 371.09 817.03 5 90.0 10.60 9.443 9.18 0.00 0.13 2.85 0.85 1.00 .0.00 13.22 50.78 0.00 2,152.7 0.0 339.49 370.13 709.62 6 110.0 10.68 6.891 7.51 0.00 0.14 2.81 0.85 1.00 0.00 10.11 50.78 0.00 1,686.6 0.0 258.24 373.04 631.28 7 125.0 10.79 3.755 3.33 0.00 0.17 2.70 0.85 1.00 0.00 5.09 24.07 0.00 766.5 0.0 125.99 179.70 305.69 16,309.8 0.0 5,353.52 Copyright © 2016 by Tower Engineering Solutions, LLC. 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Structure: ID10543-A-SBA Code: EIA/TIA-222-G 12/14/2016 Site Name: Rexburg Exposure: C Height: 130.00 (ft) Crest Height: 50.00 Base Elev: 0.000 (ft) Site Class: D - Stiff Soil -,;./L IES Gh: 0.85 Topography: 2 Struct Class: II Page: 12 Tower Engineering Sol LEG MEMBERS Mem Leg Top Force Len Bracing % Fy Cap Use Sect Elev Member (kips) Load Case (ft) X Y Z KL/R (ksi) (kips) % Controls 1 20 SOL - 3" SOLID -140.37 1.2D + 1.6W Normal Wind 10.02 50 50 50 80.13 50.00 198.91 70.0 Member X 2 40 SOL -3"SOLID -119.98 1.2D+1.6W Normal Wind 10.02 60 50 50 80.13 50.00 198.91 60.0 Member 3 60 SOL -3"SOLID -100.45 1.2D+IAW Normal Wind 6.68 100 100 100 106.84 50.00 138.06 72.0 MemberX 4 80 SOL -3"SOLID -80.38 1.2D+ 1.6W Normal Wind 6.68 100 100 100 106.84 50.00 138.06 58.0 Member 5 100 SOL - 2 314" SOLID -60.26 1.21) + 1.6W Normal Wnd 6.68 100 100 100 116.56 50.00 98.77 61.0 Member X 6 120 SOL - 2 1/4" SOLID -40.04 1.2D+1SW Normal Wind 5.01 100 100 100 106.84 50.00 77.66 51.0 Member 7 130 SOL -2"SOLID -14.76 1.20+1AW Normal Wind 5.00 100 100 100 120.00 50.00 49.29 29.0 Member HORIZONTAL MEMBERS Mem Shear Bear Top Force Len Bracing % Fy Cap Num Num Cap Cap Use Sect Elev Member (kips) Load Case (ft) X Y Z KL/R (ksi) (kips) Bolts Holes (kips) (kips) % Controls 1 20 0.00 0 0 2 40 0.00 0 0 3 60. 0.00 0 0 4 80 0.00 0 0 5 100 0.00 0 0 6 120 0.00 0 0 7 130 SAE - 2X2X0.1875 -0.95 1.2D + 1 6W Normal Wnd 4.00 100 100 100 121.83 36.00 10.53 1 1 15.19 9.79 9 Bolt Bear Copyright © 2016 by Tower Engineering Solutions, LLC. 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DIAGONAL MEMBERS Mem Shear Bear Top Force Len Bracing % Fy Cap Num Num Cap Cap Use Sect Elev Member (kips) Load Case (ft) X Y Z KLIR (ksi) (kips) Bolts Holes (kips) (kips) % Controls 1 20 DAE-2X2X0.1875 -4.82 1.2D+1.6W 90* Wind 18.45 49 49 24 175.81 36.00 10.45 2 2 30.38 50.2 46 Member 2 40 DAE - 2X2X0.1875 -4.64 1.2D + 1.6W 901 Wind 16.80 49 49 24 160.13 36.00 12.60 2 2 30.38 50.2 36 Member X 3 60 SAE -2.5X2.5X0.1875-3.57 1.2D+1.6W90°Wend 13.44 49 49 49 159.63 36.00 8.00 1 1 15.19 9.79 44 Member 4 80 SAE -2.5X2.5X0.1875-3.14 1.2D+1.6W 90* Wind 11.74 49 49 49 139.51 36.00 10.47 1 1 15.19 9.79 32 Boll Bear 5 100 SAE - 2X2X0.1 875 -2.90 1.2D+1.6W 90* Wind 10.16 50 50 50 154.75 36.00 6.70 1 1 15.19 9.79 43 Member 6 120 SAU-2X'1.5X0.1875 -2.53 1.21)+1.6W 90°Wnd 7.62 50 50 50 142.01 36.00 6.95 1 1 9.72 7.50 36 MemberZ 7 130 SAU - 2X1.5X0.1875 -3.34 1.21) + 1.6W 90° Wind 6.40 50 50 50 119.48 36.00 9.47 1 1 9.72 7.50 44 Bolt Bear Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: ID10543-A-SBA Code: EIA/TIA-222-G 12/14/2016 Site Name: Rexburg Exposure: C Height: 130.00 (ft) Crest Height: 50.00 Base Elev: 0.000 (ft) Site Class: D - Stiff Soil Gh: 0.85 Topography: 2 Struct Class: II Page: 13 Tore<r Enyineemg Solutions LEG MEMBERS Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. Top Force Fy Cap Leg Sect Elev Member (kips) Load Case (ksi) (kips) Use % Controls 1 20 SOL -3"SOLID 118.22 0.9D+1.6W 601 Wind 50 318.11 37.00 Member 2 40 SOL -3"SOLID 98.79 1.2D+1.BW 60°Wind 50 318.11 31.00 Member 3 60 SOL -3"SOLID 82.73 1.2D+1.6W 60* Wind 50 318.11 28.00 Member 4 80 SOL -3"SOLID 66.94 0.91)+1.6W 60* Wind 50 318.11 21.00 Member 5 100 SOL - 2 3/4" SOLID 48.26 1.2D+1.6W 60* Wind 50 267.28 18.00 Member 6 120 SOL - 2 1/4" SOLID 29.17 1.21)+1.6W 60* Wind 50 178.92 16.00 Member 7 130 SOL -2"SOLID 5.75 0.9D+1.6W 60* Wind 50 141.37 4.00 Member HORIZONTAL MEMBERS Mem Shear Bear Top Force Fy Cap Num Num Cap Cap Cap Use Sect Elev Member (kips) Load Case (ksi) (kips) Bolts Holes (kips) (kips) (kips) % Controls 1 20 - 36 0.00 0 0 2 40 - 36 0.00 0 0 3 60 - 36 0.00 0 0 4 80 - 36 0.00 0 0 5 100 - 36 0.00 0 0 6 120 - 36 0.00 0 0 7 130 SAE - 2X2Xo.1875 1.78 1.2D + 1 SW Normal W 36 18.58 1 1 15.19 9.79 7.50 23 Blck Shear DIAGONAL MEMBERS - Mem Shear Bear B.9 . Top Top Force Fy Cap Num Num Cap Cap Cap Use Sect Elev Member (kips) Load Case (ksi) (kips) Bolts Holes (kips) (kips) (kips) % Controls 1 20 DAE - 2X2X0.1875 4.63 1.20 + 1.6W 90° Wind 36 37.48 2 2 30.38 50.24 27.14 17 Blck Shear 2 40 DAE - 2X2X0.1875 4.54 1.21) + 1.6W 90° Wind 36 37.48 2 2 30.38 50.24 27.14 16 Blck Shear 3 60 SAE - 2.5X2.5X0.1875 3.52 1.21) + 1.6W 90° Wnd 36 24.84 1 1 15.19 9.79 9.53 36 Blck Shear 4 80 SAE -2.5X2.5X0.1875 3.11 1.21)+1.6W 90' Wind 36 24.84 1 1 15.19 9.79 9.53 32 Blck Shear 5 100 SAE -2X2X0.1875 2.88 1.2D+1.6W 90* Wind 36 18.58 1 1 15.19 9.79 7.50 38 Blck Shear 6 120 SAU - 2X1.5X0.1875 2.58 1.2D+ 1.6W 90° Wind 36 16.40 1 1 9.72 7.50 34 Bolt Bear 7 130 SAU - 2X1.5X0.1875 3.60 1.2D+ 1.6W Normal W 36 16.40 1 1 9.72 7.50 47 Bolt Bear Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: ID10543-A-SBA Code: EIA/TIA-222-G 12/14/2016 Site Name: Rexburg Exposure: C IES Height: 130.00 (ft) Crest Height: D - St Base Elev: 0.000 (ft) Site Class: D -Stiff Soil Gh: 0.85 Topography: 2 Struct Class: II Page: 14 Tower Engineering Solufions FX FY FZ Load Case Node (kips) (kips) (kips) (-) = Uplift (+) = Down 1.213+ 1.6W Normal Wind 1 0.00 145.53 -15.18 (ft -kips) 1a 5.04 -59.37 -5.15 - 1b -5.04 -59.37 -5.15 -------------------- 1.2D + 1.6W 60° Wind ------- 1 ----- -1.88 ----- 74.12 -------------------------------- -7.36 la -7.26 72.80 2.17 lb -11.53 -120.14 -6.74 --------------------- 1.2D+ 1.6W 90° Wind ------- 1 ----- -2.19 ------ 9.00 ------------------------------- -0.46 1a -11.48 121.65 5.48 --------------------------------------------------------------------- 1 b -10.60 -103.86 -5.02 0.9D + 1.6W Normal Wind 1 0.00 143.16 -15.05 1 a 5.15 -61.53 -5.21 ------------ 1b -5.15 -61.53 -5.21 --------- 0.9D+ 1.6W 60° Wind ------- 1 ----- -1.88 ------ 71.81 ------------------------------- -7.23 1 a -7.15 70.52 2.11 1b -11.64 -122.24 -6.81 ---------------------------------------------------------------------- 0.9D + 1.6W 90° Wind 1 -2.19 6.75 -0.32 1a -11.37 119.32 5.41 --------------------------------------------------------------------•- 1b -10.72 -105.98 -5.09 1.2D+1.0Di+ 1.OWi. Normal Wind 1 0.00 48.98 -4.43 1a 1.21 -6.35 -1.33 ---------------------------------------------------------------------- 1b -1.21 -6.35 -1.33 1.2D+ 1.ODi+ 1.OWi 60° Wind 1 -0.53 29.93 -2.30 1a -2.25 29.82 0.71 --------------------------------------------------------------------- 1 b -3.10 -23.47 -1.81 1.2D+ 1.ODi+ 1.OWi 90` Wind 1 -0.62 12.00 -0.34 1 a -3.43 43.15 1.64 ---------------------------------------------------------------------- 1b -2.83 -18.88 -1.31 1.OD + 1.OW Normal Wind 1 0.00 45.20 -4.52 1a 1.13 -11.44 -1.29 ---------------------------------------------------------------------- 1b -1.13 -11.44 -1.29 1.OD+ 1.OW 60° Wind 1 -0.52 25.48 -2.35 1 a -2.28 25.07 0.76 ---------------------------------------------------------------------- 1 b -2.95 -28.22 -1.73 1.0D + 1.OW 90` Wind 1 -0.61 7.50 -0.43 1 a -3.45 38.56 1.68 ----------------------------- 1 b -2.70 ------------ -23.74 -1.24 ----------------------------- Max Reactions Max Uplift: -122.24 (kips) Moment: 1892.84 (ft -kips) Max Down: 145.53 (kips) Total Down: 26.79 (kips) Max Shear: 15.18 (kips) Total Shear: 25.47 (kips) Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: ID10543-A-SBA Site Name: Rexburg Height: 130.00 (ft) Base Elev: 0.000 (ft) Gh: 0.85 Topography: 2 Max Reactions Code: EIA/TIA-222-G Exposure: C Crest Height: 50.00 Site Class: D - Stiff Soil Struct Class: II 12/14/2016 Page: 15 Max Usaaes Max Leg: 72.0% (1.2D + 1.6W Normal Wind - Sect 3) Max Diag: 47.0% (1.2D+ 1.6W Normal Wind - Sect 7) Max Horiz: 23.0% (1.2D+ 1.6W Normal Wind - Sect 7) Max Deflection. Twist and Sway Leg Overturning Elevation Max Uplift: -122.24 (kips) Moment: 1892.84 (ft -kips) Max Down: 145.53 (kips) Total Down: 26.79 (kips) Max Shear: ---------------------------------------------------------------------- 15.18 (kips) Total Shear: 25.47 (kips) Max Usaaes Max Leg: 72.0% (1.2D + 1.6W Normal Wind - Sect 3) Max Diag: 47.0% (1.2D+ 1.6W Normal Wind - Sect 7) Max Horiz: 23.0% (1.2D+ 1.6W Normal Wind - Sect 7) Max Deflection. Twist and Sway Elevation Deflection Twist Sway Load Case (ft) (ft) (deg) (deg) 0.9D + 1.6W 89 mph Wind at 60° From Face 46.67 0.0828 0.0536 0.1920 110.00 0.4129 0.0897 0.4172 125.00 0.5290 0.1897 0.8432 130.00 0.5673 0.2214 1.8585 --- --- -- 0.9D + 1.6W ------------------------------------------------------------ 89 mph Wind at 90' From Face 46.67 0.0835 0.0482 0.1929 110.00 0.4138 -0.0489 0.4091 125.00 0.5292 -0.0680 0.9812 130.00 0.5661 -0.0645 1.5706 '------- -------------------------------------------------------------- 0.9D+ 1.6W 89 mph Wind at Normal To Face 46.67 0.0877 0.0628 0.2014 110.00 0.4367 -0.0157 0.4531 125.00 0.5612 -0.0228 0.0291 ------------------------------------- 130.00 0.6058 -0.0192 -------.---------- 2.5206 --------------- 1.OD + 1.OW 60 mph Wind at 60° From Face 46.67 0.0229 0.0121 0.0529 110.00 0.1138 0.0092 0.1145 125.00 0.1459 0.0167 0.2372 130.00 0.1564 0.0180 0.5266 --_ --------------- 1.OD + 1.OW 60 --------------------------------------------------" mph Wind at 90° From Face 46.67 0.0231 0.0116 0.0531 110.00 0.1141 -0.0118 0.1127 125.00 0.1459 -0.0145 0.2749 130.00 0.1560 -0.0130 ------------ 0.4502 ---------------------------------------------------------- 1.OD + 1.OW 60 mph Wind at Normal To Face 46.67 0.0243 0.0149 0.0558 110.00 0.1205 -0.0022 0.1251 125.00 0.1550 -0.0047 0.0123 130.00 0.1672 -0.0039 0.7129 ---------------------------------------------------------------------- 1.2D + 1.ODi + 1.OWi 50 mph Wind at 60° From Face 46.67 0.0220 0.0083 0.0516 110.00 0.1120 -0.0072 0.1094 125.00 0.1419 0.0122 0.2003 130.00 0.1524 ------------------- 0.0131 0.3902 -' ------------------------------------------------ 1.2D + 1.ODi + 1.OWi 50 mph Wind at 90' From Face 46.67 0.0230 0.0078 0.0524 110.00 0.1122 -0.0100 0.1084 125.00 0.1420 -0.0119 0.2316 -------------------------------- 130.00 ------------------------------------- 0.1521 -0.0107 0.3156 • 110.00 0.1161 0.0012 0.1166 125.00 0.1476 -0.0030 0.0216 ----------------------------- 130.00 -------------- 0.1594 --------- -0.0025 ---------- 0.5625 -- 1.21D + 1.6W 89 mph Wind at 60' From Face 46.67 0.0829 0.0536 ----- 0.1922 110.00 0.4135 0.0898 0.4179 125.00 0.5298 0.1901 0.8439 ----------------------------- 130.00 -------------- 0.5682 --------- 0.2219 ------- 1.8581 --- 1.2D + 1.6W 89 mph Wind at 90' From Face 46.67 0.0835 0.0482 -------- 0.1931 110.00 0.4144 -0.0491 0.4098 125.00 0.5299 -0.0683 0.9820 ------- --------------- --- ---- 130.00 ------------- 0.5669 --------- -0.0649 ------- 1.5698 ------ 1.21D + 1.6W 89 mph Wind at Normal To Face 46.67 0.0878 0.0628 --•-- 0.2017 110.00 0.4374 -0.0158 0.4539 125.00 0.5621 -0.0229 0.0284 130.00 0.6067 -0.0194 2.5220 IS E 'Cotter Engineering Solution' Mat Foundation Design for Self Supporting Tower Date 12/14/2016 Customer Name: SBA Communications Corp EIA/TIA Standard: EIA -222-G Site Name: Structure Height (Ft.): 130 Site Nmber: ID10543-A-SBA Engineer Name: Rama K. Engr. Number: 28425 Engineer Login ID: 4 Foundation Info Obtained from: 3000 Drawings/Calculations 29000 ksi Analysis or Design? 60 Analysis 36 Number of Tower Legs: 8 3 Legs 4 Base Reactions(Factoredl: 7 Tie Spacing (in): 6.0 (1). Individual Leg: 60 Pad Steel Rebar Size (q): 8 Axial Load (Kips): 145.5 Uplift Force (Kips): 122.2 Shear Force (Kips): 15.2 qty. of Rebar in Pad (L): (2). Tower Base: qty. of Rebar in Pad (W): '.. 22 Rebar at the top of the concrete pad: Total Vertical Load (Kips): 26.8 Total Shear Force (Kips): 25.5 Moment (Kips -ft): 1892.8 22 Foundation Geometries: Leg distance (Center -to -Center ft.): 16.0 Mods required-Yes/No?: No Diameter of Pier (ft.): 3.0 Pier Height A. G. (ft.): O.So Tower center to mat center (ft): 0.00 Depth of Base BG (ft.): 6.5 Length of Pad (ft.): i 24 Width of Pad (ft.): 24 Thickness of Pad (ft): 1.50 Material Properties and Reabr Info: Concrete Strength (psi): 3000 Steel Elastic Modulus: 29000 ksi Vertical bar yield (ksi) 60 Tie steel yield (ksi): 36 Vertical Rebar Size#: 8 Tie/Stirrup Size fl: 4 Qty. of Vertical Rebars: 7 Tie Spacing (in): 6.0 Pad Rebar Yield (Ksi): - 60 Pad Steel Rebar Size (q): 8 Concrete Cover (in.): 3 Unit Weight of Concrete: 150.0 pcf Rebar at the bottom of the concrete pad: qty. of Rebar in Pad (L): 22 qty. of Rebar in Pad (W): '.. 22 Rebar at the top of the concrete pad: Qty. of Rebar in Pad (L): 22 Qty. of Rebar in Pad (W): 22 Soil Design Parameters: Soil Unit Weight (pcf): ` 110.0 Soil Buoyant Weight: 50.0 Pcf Water Table B.G.S. (ft): 99.0 Unit Weight of Water: 62.4 pcf Ultimate Bearing Pressure (psf): 8400 Allowable overstress `P 5,00?: TIES Engr. Number: Apply 1.35 (r: 135 Foundation Analysis and Design: Uplift Strength Reduction Factor: Total Dry Soil Volume (cu. Ft.): Total Buoyant Soil Volume (cu. Ft.): Total Effective Soil Weight (Kips): Total Dry Concrete Volume (cu. Ft.): Total Buoyant Concrete Volume (cu. Ft.): Total Effective Concrete Weight (Kips): 28425 Page 2/2 Date: 0.75 Compression Strength Reduction Factor: 2773.97 Total Dry Soil Weight (Kips): 0.00 Total Buoyant Soil Weight (Kips): 305.14 Weight from the Concrete Block at Top (K): 980.63 Total Dry Concrete Weight (Kips): 0.00 Total Buoyant Concrete Weight (Kips): 147.09 Total Vertical Load on Base (Kips): 12/14/2016 0.75 305.14 0.00 0.00 147.09 0.00 479.02 Load/ Check Soil Capacities: capacity Ratio Calculated Maxium Net Soil Pressure under the base (psf): 1627.49 < Allowable Factored Soil Bearing (psf): 6300 0.26 OKI Allowable Foundation Overturning Resistance (kips -ft.): 5205.6 > Design Factored Momont (kips -ft): 2049 0.39 OKI Factor of Safety Against Overturning (0. R. Moment/Design Moment): 2.54 OKI Check the capacities of Reinforceing Concrete: Strength reduction factor (Flexure and axial tension): 0.90 Strength reduction factor (Shear): 0.75 Strength reduction factor (Axial compresion): 0.65 Wind Load Factor on Concrete Design: 1.00 Load/ Capacity (1) Concrete Pier: Ratio Vertical Steel Rebar Area (sq. in./each): 0.79 Tie / Stirrup Area (sq. in./each): 0.20 Calculated Moment Capacity (Mn,Kips-Ft): 186.3 > Design Factored Moment (Mu, Kips -Ft 83.5 0.45 OKI Calculated Shear Capacity (Kips): 152.7 > Design Factored Shear (Kips): 15.2 0.10 OKI Calculated Tension Capacity (Tn, Kips): 298.6 > Design Factored Tension (Tu Kips): 122.2 0.41 OKI Calculated Compression Capacity (Pn, Kips): 1342.4 > Design Factored Axial Load (Pu Kips): 145.5 0.11 OKI Moment & Tension Strength Combination: 0.45 OKI Check Tie Spacing (Design/Req'd): 0.5 OKI Pier Reinforcement Ratio: 0.005 Reinforcement Ratio is satisfied per ACI (2).Concrete Pad: One -Way Design Shear Capacity (L or W Direction, Kips): 343.1 > One -Way Factored Shear (L/W-Dir Kip 139.6 0.41 OKI One -Way Design Shear Capacity (Diagonal Dir., Kips): 360.6 > One -Way Factored Shear (Dia. Dir, Kip 149.1 0.41 OKI Lower Steel Pad Reinforcement Ratio (L or W -Direct. ): 0.0042 Lower Steel Reinf. Ratio (Dia. Dir.): 0.0038 Lower Steel Pad Moment Capacity (L or W -Dir. Kips -ft): 1078.5 > Moment at Bottom ( L -Direct. K -Ft): 548.8 0.51 OKI Lower Steel Pad Moment Capacity (Dia. Direction,K-ft): 1034.9 > Moment at Bottom ( Dia. Dir. K -Ft): 560.5 0.54 OKI Upper Steel Pad Reinforcement Ratio (L or W -Direction): 0.0042 Upper Steel Reinf. Ratio (Dia. Dir.): 0.0038 Upper Steel Pad Moment Capacity (L or W -Dir., Kips -ft): 1078.5 > Moment at the top (L -Dir Kips -Ft): 186.8 0.17 OKI Upper Steel Pad Moment Capacity (Dia. Direction, K -ft): 1034.9 > Moment at the top (Dia. Dir., K -Ft): 148.0 0.14 OKI